Steel Tension Member Design | Staggered & Non-staggered Fastener Design | Eurocode 3 | EN1993 | EC3

As the tensile force increase on a member it will straighten out as the load is increased. For a member that is purely in tension, we do not need to worry about the section classification since it will not buckle locally.
A tension member fails when it reaches the ultimate stress and the failure load is independent of the length of the member. Tension members are generally design using rolled sections, bars or flats.
This video covers following topics.
00:00 - Introduction
00:38 - Tension member design theory
08:07 - Summary of tension member design steps
09:16 - Non-staggered fasteners
10:18 - Staggered fasteners
12:17 - Example - Staggered fasteners
The part two of this presentation covers
Angles with a welded end connection
Example - Angles with a welded end connection
Angles connected by a single row of bolts
Example - Angles connected by a single row of bolts
MaterSeries example - Tension member design
Please follow the link to the part 2: • Steel Tension Member D...
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▶️ Watch Eurocode 3 Series
Part 01 - Introduction to Eurocode 3: • Introduction to Euroco...
Part 02 - Introduction to Eurocode 0: • Introduction to Euroco...
Part 03 - Eurocode 3 Structural Analysis: • Eurocode 3 Structural ...
Part 04 - Brittle Fracture: • Brittle Fracture | Eur...
Part 05 - Cross-section Classification + Buckling: • Cross-section Classifi...
Part 06 - Steel Beam Design - Bending + Example: • Steel Beam Design - Be...
Part 07 - Steel Beam Design - Shear: • Steel Beam Design - Sh...
Part 08 - Steel Beam Design - SLS: • Steel Beam Design - Se...
Part 09 - Introduction to Lateral Torsional Buckling: • Introduction to Latera...
Part 10 - Design Buckling Resistance Moment: • How to Calculate Desig...
Part 11 - Design Buckling Resistance Examples: • Calculation Examples o...
Part 12 - Steel Column - Compression Member Design: • Steel Column Design | ...
Part 13 - Steel Column - Buckling Resistance: • Steel Column Design | ...
Part 14 - Steel Column - Buckling Example: • Steel Column Design - ...
Part 15 - Tension Member Design - Fastener Design: • Steel Tension Member D...
Part 16 - Tension Member Design - Connections: • Steel Tension Member D...
Part 17 - Axial Compression, Bending, Torsion: • Steel Member Design | ...
Part 18 - Bolted Connections - Pinned & Fixed (Rigid): • Steel Connections | Bo...
Part 19 - Welded Connections - Pinned & Fixed (Rigid): • Steel Connections | We...
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Disclaimer: This material is provided on an 'as is' basis without warranty of any kind. There is no warranty that the material will meet your requirements, that the material is error-free, that results obtained from the use of the material will be reliable, nor that any errors in the material will be corrected.
Acknowledgement: This material was developed through a project part-funded by the UK Higher Education Academy under the Northern Ireland Enhancement Fund (grant DCE 620). Video credit: Queen's University Belfast - www.qub.ac.uk
Photo credit: SteelConstruction.info

[@tamiloreodusanya]

You said we should use the value of fu and fy from the product standards, which in this case are 410 and 265 respectively. Yet you used the eurocode table values of 430 and 275 respectively. So which exactly do we go with?

[@IamDilakshana]

If you are designing in accordance with the UK national annex (NA to BS EN 1993-1-1) then the nominal values of yield strength fy and the ultimate strength fu for structural steel should be those obtained from the product standard. For this example (12:17) fy =265N/mm2 and fu = 410N/mm2 (13:18). Good eye for detail.

[@shubhamagrawal3495]

Can you explain about the 0.9 factor taken in ultimate strength, what is the reason behind it?

[@kevinnazeraj1799]

Plz make a video example of a full steel portal frame warehouse design.. with details step by step ..thank you

[@IamDilakshana]

Kevin Nazeraj I will certainly try 👍🏻

[@kevinnazeraj1799]

@@IamDilakshana thank you very much!